REVIEWED BLD2023-1606+Structural Calculations+12.14.2023_4.42.19_PM+39539981 of 28
REVIEWED
BY
CITY OF EDMONDS
LONGITUDE
ONE TWENTY0
ENGINEERING & DESIGN
Calculation Package for
Foundation Stabilization/Lift
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91s' PL NE
830 Dayton St
Edmonds, WA 98020
Project no: 5230905-2XR
November 2IS; 2023
•' �� . T H URF .
■ r
•cc r�, vim•
'. S�QNAL EN.'
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5077
KI RKLAN D, WA 98034-5901
CONTACT: MANS THURFJELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
PHONE: (425) 636-3313
RECEIVED
Dec 19 2023
DEVELOPMENT DEPARTMENT SERVICES
BLD2023-1606
PILE SPACING & LOAD REOUIRMENTS TABLE
MINVERTICALCAPACITY,kip
PROOF TESTING LOAD, kip
PILE&
PILETYPE
ALLOWABLELOADINO
2 NUNVERTICALCAPACITY
(MIN ULTIMATE CAPACITI')
LOCATION
IIDHELICALIOOMip
MMMO.C.PACING,ft
20Dkip
PER PLAN
I
OMENIOOMp
20D kip
PER PLAN
23
DRNEN
24.5 kip
49.0 Mp
CHIMNEY
NOTES,
a. MINIMUM AND MAXIMUM INSTALIkTION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
MANUFACTURER. THE MINIMUM INSTALLATION TORGUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING
CAPACITY LOADING, INCLUDING SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT
EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TIXiDUE RATING OF 8,300FPLBS FORA 2-718INCH DIAMETER HELICAL PILE WITH 0.203INCH SHAFT WALL
THICKNESS PER ESRI
N. FOR HELICAL PILES, PER IDEAL GROUP DWG NI 27UFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 271W
TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 29 KIPS,
c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESH—.
d CONCENTRIC DRIVEN PILES AS MANUFACTURED BY STABIL{OC SYSTEMS, LLC, IN ACCORDANCE WITH ESR-0121.
e. PILE OR ANCHOR LOAD$ NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR MY PART
OFTHE ASSEMBLY,
T. MAXIMUM ON -CENTER SPACING LISTED FORTYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
SITE PLAN NOTES
1. VERIFY EXISTING STRUCTURES AND ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL
PER MR FOUNDATION SPECIALIST(MR) LEVEL SURVEY.
3, REFER TO STRUCTURAL CALCULATIONS PACKAGE BY L120 DATED NOV 14,
NU. FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND
REQUIREMENTS.
4. LEVEL SURVEY PER MR PROPOSAL DATED SEP 2,2022. REFER TO
STRUCTURAL CPLCULATIONSPACKAGEFOR MWIFICATONSPND
ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY.
5. PARCEL DIMENSIONS APPROXIMATED BY KING COUNTY ASSESSOR GIS
I
MAPPING TOI & TAXSIFTER INCLUDING THE SELECTED PARCEL.
PROPERTY DIMENSIONS ARE APPROXIMATE FOR REPRESENTATIVE
i
PURPOSES ONLY. NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES
i
OR IN PLACE OF A FIELD SURVEY.
i
8. SITE FEATURES AND SOME EXISTING STRUCTURES ON ADJACENT PARCELS
i
NOTSHOWNFORCLARITY
7. GEOTECH SPECIAL INSPECTOR TO BE CONTINUOUSLY PRESENT DURING ALL
I
I
PILE INSTALLATION AND LOAD TESTING.
I
wie
ple
Q
PARCEL NO.
00434207600900
LEGAL DESCRIPTION
CITY OF EDMONDS BLK 076
D-00 - LOTS 9 & 10
OWNER NAME & ADDRESS
CHASE MARTIN F & SOO H
4318 STONEBRIDGEWAY
LYNNWOOD, WA 98037
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
NOTE: L120'S SCOPE IS LIMITED TO THE PERIMETER SUPPORT SYSTEMICONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R.
EXISTING RESIDENCE STRUCTURE
--;
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
---
PROPERTY LINE
APPROXIMATE DIMENSION
HELICAL PILE
Q
DRIVEN PILE
611 t PLAN
3 of 28
PROJECT NO. SHEET NO.
S230905-2XR
PROJECT 830 Dayton St, Edmonds, WA
LONGITUDE SUBJECT Foundation Stabilization/Jackin
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
DATE
11 /21 /23
Scope/Objective:
To determine the required pile spacing and geometry to stabilize and lift (where required) the existing structural foundation. These
findings have been based upon the calculated strength of the existing foundation system and the current vertical loading from the
existing structure above (based on as -built assessments).
The R&R Foundation Specialists' (R&R) proposed pile layout can be found in the following pages with structural recommendations
based upon the findings of L120 Engineering & Design.
Note that cosmetic damages to rigid wall coverings/members and siding are expected during a foundation lift. Such cosmetic
damages/cracks are to be repaired by others following the completion of the foundation stabilization and lifting and are not included in
the structural scope presented here.
It should be further noted that L120's scope is limited to the perimeter support systems/continuous footings. The interior crawl -space
support system for the first floor shall be installed per R&R. This could include the use of some or all of the following: longer support
posts, adjustable post -base hardware, and/or the addition of taller wood support members. Settlement in these interior support areas
shall be monitored and further adjustments shall be made if necessary.
Structural Summary:
- The foundation of the residence consists of continuous cast -in -place concrete stem wall and concrete strip footings. Below the footings,
piles are to be spaced at a distance no larger than 6'-0" on -center at the locations indicated on the attached Level Survey. Piles to be
installed in accordance with SSK-01 & SSK-02.
- End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance of 1'-0".
- A maximum allowable loading of 1,600 plf was utilized in this analysis. This was determined through inspection of building geometry
and conservative span/tributary loading assumptions based on standard construction practices
- The following load values represent the maximum expected pile loads for the indicated spacing. R&R to provide pile and equipment
assemblies with capacities equal to or greater than the indicated load values.
Allowable Load Capacity Requirement:
Helical Piles 1-10, Driven Pile 1 ......... 10 kip minimum vertical capacity (allowable load)
Driven Piles 2-3 .............................. 24.5 kip minimum vertical capacity (allowable load)
Note: Refer to the attached General Notes for additional requirements.
- As determined by R&R, the site appears to have no lateral (horizontal) displacements or concerns. As such, the analysis and
recommendations presented in this report have been strictly limited to vertical stabilization/jacking. If lateral movement is observed or
expected additional structural analysis will be required.
- Structural recommendations contained in this package are based on site photographs, dated August 8, 2023, and the geotechnical
report, dated October 10, 2023, by Cobalt Geosciences. Both the photographs and geotechnical report were provided by R&R and are
included within this package.
Please inform L120 of site -specific conditions that were unconsidered by, may conflict with, or otherwise compromise the
recommendations contained within this package, including, but not limited to, water drainage, slope stability, existing structural damage,
or existing subsurface obstructions. In this instance, the structural assumptions, recommendations, and scope for this project will need
to be revisited to consider and address the new findings
Refer to the following pages for pile and connection specifications.
L120 ENGINEERING & DESIGN
4 of 28
GENERAL NOTES
HELICAL PILES
1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018
INTERNATIONAL BUILDING CODE (IBC).
2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND
SHALL BE IN ACCORDANCE WITH ESR-3750.
3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH
ESR-3750.
4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES
ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING
POLYMER (EAA) COATINGS (AC228).
5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE
REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING
COMPONENTS PER AC358 SECTION 3.9.
6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE
OF INCLINATION OF +/- 1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750.
9. MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE
AS PART OF THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE
INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS.
10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE
THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF
SAFETY NO LESS THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE
ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY.
11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY
TO ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO
LESS THAN TWO (2).
12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE
FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION.
13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE
TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
14. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED
WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.9
MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION
BRACKETS. ITEMS TO BE RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST
INCLUDE THE FOLLOWING:
A. PRODUCT MANUFACTURER
B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS
C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS,
EXTENSIONS, BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS
SPECIFIED IN THIS REPORT AND THE CONSTRUCTION DOCUMENTS
D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT
USED, AND THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS
E. ANTICIPATED AND ACTUAL PILING DEPTH
F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION
G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH
BRACKET, TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS
ARE INSTALLED BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER.
16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO
MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON
REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED.
HELICAL PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE
(3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE
PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5 of 28
GENERAL NOTES
CONCENTRIC/DRIVEN PILES
1. "CONCENTRIC' OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE
WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC).
2. IT IS RECOGNIZED THAT THE INTERNATIONAL BUILDING CODE (IBC) REQUIRES 8 INCH MINIMUM
DIAMETER PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND
TESTING REQUIREMENTS ARE PROVIDED TO ALLOW FOR USE OF PILES
LESS THAN 8 INCHES IN DIAMETER AS REQUIRED BY SECTION 104.5 OF THE IBC.
3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND
SHALL BE IN ACCORDANCE WITH ESR-4121.
4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121.
5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES
ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING
POLYMER (EAA) COATINGS (AC228).
6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING
STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER
AC358 SECTION 3.9.
7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE
OF INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121.
10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE
MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO
LESS THAN TWO (2). THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE
CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE ASSEMBLY.
11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO
ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS
THAN TWO (2).
12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED
WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION
OF THE STABILLOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST
VERIFY AND RECORD THE FOLLOWING:
A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS
B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER
SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE
CONSTRUCTION DOCUMENTS.
C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH
D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN
FOUNDATION SYSTEM
E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS
H. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS
AND THIS EVALUATION REPORT.
14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO
MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON
REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED.
DRIVEN PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE
(3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE
PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
6 of 28
GENERAL NOTES
STRUCTURAL STEEL
1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE
WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS
AND BRIDGES".
2. MATERIALS:
BOLTS - ASTM A307, UNLESS OTHERWISE NOTED
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND CONFORM TO AWS CODES
D1.1 AND D1.3. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY
E70 ELECTRODES. WHERE ON -SITE WELDING IS REQUIRED, SPECIAL INSPECTION IN
ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.2 IS ALSO REQUIRED.
CONCRETE
1. REFERENCE STANDARDS: ACI 301, ACI 318, IBC.
2. MINIMUM CONCRETE STRENGTH (28 DAYS):
FOOTINGS AND STEM WALLS..................................................3,000 PSI - 5 SACK MIX
BASEMENT FOUNDATION RETAINING WALLS .......................3,000 PSI - 5 SACK MIX
SLAB-ON-GRADE........................................................................2,500 PSI - 5 SACK MIX
SLAB -ON -GRADE... EXPOSED WEATHERING SURFACES ...... 3,000 PSI
AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE
3. MIXING: COMPLY WITH ACI 301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE
APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A
DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE
SURFACE WATER.
4. PLACING: COMPLY WITH ACI 301. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE
EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS.
5. SLUMP: 4 INCHES PLUS OR MINUS 1 INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP.
GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING
APPROVED ADMIXTURES.
6. CURING: COMPLY WITH ACI 301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM.
7. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS
SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION WITH PRIOR APPROVAL FROM ENGINEER.
8. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH ACI-306R FOR
COLD WEATHER.
9. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL.
10. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG -TIE, HILTI, OR EQUIVALENT.
SPECIAL INSPECTIONS REQUIRED. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
MINIMUM EMBEDMENT, SPACING, EDGE DISTANCE, AND REQUIREMENTS PER MANUFACTURER.
7 of 28
PROJECT NO. SHEET NO.
S230905-2XR
PROJECT 830 Dayton St, Edmonds, WA
LONGITUDE SUBJECT Foundation Stabilization/Jacki
ONE TWENTY°
ENGINEERING & DESIGN
BY PAM
DATE 11 /21 /23
Idea! Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness)
-Soil Capacity
per ESR-3750
DIGGA 6K Drive Head
Pressure
Torque Correlation Factor, I(,
Ultimate Axial Compressive
Allowable Axial Compressive
L120 ENGINEERING &DESIGN
8 of 28
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S230905-2XR
PROJECT 830 Dayton St, Edmonds, WA
SUBJECT Foundation Stabilization/Jacking
BY PAM
DATE
11/21/23
*
Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness) -Soil Capacity
per ESR-3750
DIGGA 10K Drive
Head Pressure
(psi)
Torque,
T
(ft*Ibs)
Torque Correlation Factor,
Kt [Compression]
(ft-1J
Ultimate Axial Compressive Capacity,
P„ = Kc*T
(kips)
Allowable Axial Compressive Capacity,
Pa = 0.5*P„
(kips)
500
1,740
9
15.7
7.8
600
2,088
9
18.8
9.4
700
2,436
9
21.9
11.0
800
2,784
9
25.1
12.5
900
3,132
9
28.2
14.1
1000
3,480
9
31.3
15.7
1100
3,828
9
34.5
17.2
1200
4,176
9
37.6
18.8
1300
4,524
9
40.7
20.4
1400
4,872
9
43.8
21.9
1500
5,220
9
47.0
23.5
1600
5,568
9
50.1
25.1
1700
5,916
9
53.2
26.6
1800
6,264
9
56.4
28.2
1900
6,612
9
59.5
29.8
L120 ENGINEERING &DESIGN
9 of 28
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S230905-2XR
PROJECT 830 Dayton St, Edmonds, WA
SUBJECT Foundation Stabilization/Jackin
BY PAM
DATE 11 /21 /23
Stabil-Loc 2-7/8"0
i.) Power Team C25C Hydraulic Cylinder effective cylinder area has from manufacturer cut sheets
ii.) Piles shall reach a pressure that correlates with an allowable capacity that meets or exceeds the maximum allowable load
demand as listed in the structural package, but shall not exceed the maximum allowable capacity for any part of the pile
assembly.
III.) Referto ESR-4121 and Stobil-Coc, Inc. documents for additional information and requirements.
iv.) 1 kip =1,000 Ibs
Concentric Pier -Soil Capacity per by Installation Pressure
Power TeamC25C
Hydraulic Cylinder
Pressure,p
(psi)
Cylinder Effective Area, A
(in1)
Ultimate Axial Compressive
Capacity, P„ =p'A
(kips)
Allowable Axial Compressive
Capacity, Pa=0.5;P,
(kips)
1,000
5.15
5.2
2.6
1,500
5.15
7.7
3.9
2,000
5.15
10.3
5.2
2,500
5.15
12.9
6.4
3,000
5.15
15.5
7.7
3,500
5.15
13.0
9.0
4,000
5.15
20.6
10.3
4,500
5.15
23.2
11.6
5,000
5.15
25.3
12.9
5,500
5.15
23.3
14.2
6,000
5.15
30.9
15.5
6,500
5.15
33.5
16.7
7,000
5.15
36.1
13.0
7,500
5.15
33.6
19.3
3,000
5.15
41.2
20.6
3,500
5.15
43.3
21.9
9,000
5.15
46.4
23.2
9,500
5.15
43.9
24.5
L120 ENGINEERING &DESIGN
10 of 28
Tuesday, August 8, 2023
SCOPE OF WORK
R&R CREW RESPONSIBILITIES & DETAILS:
L;L.A,11s7,W@
- Crew will install (10) Helical Piles, as well as (3) Concentric Piers, and lift home to maximum allowable recovery.
- Crew will remove and repour (5) concrete holes, and (10') of concrete slab to allow pile installation.
- Crew will drill 3/8" holes and inject Polyurethane Foam to lift and support slab.
HOMEOWNER RESPONSIBILITIES:
- Have work area cleared where piles will be installed.
ADDITIONAL INFO:
- R&R will handle necessary permit and engineering coordination.
- 25% deposit, 25% upon issue of permit and final 50% upon completion of project.
- Permit cost is not included and will be billed on second 25% deposit payment.
- Homeowner understands permit process may require the hiring of a WABO certified special inspector billed at additional
fees depending on municipality.
- Responsible party representative must be onsite during crew arrival, project completion and foundation lifting if applicable.
- Permitting/scheduling times may vary beyond R&R control.
MATERIAL CLAUSE:
- Depth Clause: Piles are bid to 25' maximum depth. $20 per foot charge beyond that.
- Poly Foam Clause: Project is bid up to 310lbs of foam at current cost. $7 per lb charge beyond that.
- Homeowner will be notified if any unexpected items arise and no additional work will be completed without homeowner
approval.
11 of 28
Tuesday, August 8, 2023
ELEVATION MAP
L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and that a
maximum pile spacing of 6%0"o.c. is achieved. Refer to attached SSK-02 & SSK-02.
NOTES:
1. It is acceptable to install piles at the spacing shown with ± 0'-6" tolerance to allow for unexpected obstructions encountered
during pile installation provided that no two adjacent spans exceed the spacing limitation of 6'-0"o.c.
2. End piles are to be placed as close to corners as possible and shall not exceed a maximum corner distance of 1'-0" as marked.
N
32.5'
0 -1/2
-1 1 /2L J
A14 CENTER PILE ON
-1 1 OPENING SUPPORT
■■■■■■■■■■ •
����������MMMmominimmi
��r
■■■■■■■■■■■■■■■■■■■■■■■■■■MENNEN
■tom
■■■■■■■■■■■■■■■■■■■■■■■■E = Existing Post
■
■■■■■■■■■■■■■■■■■■■■■■■■■ •= R - ■
■■■■■■■■■■■■■■
O= Concentric-
••• ■ CO �r+� ■■ ■ Polyurethane
■■■■■■■ • -'E WITHIN
O 7 ■■■■MMMMM
-3 1 4.5' SPACED MIN 2'
CENTEIPILE ON
OPENINGSUPPORT
1 /2 -1 - I -2 �/8 _ as
16.5' ;n 10.5' 1 � LOCATE PILE WITHIN
cn 1' OF CORNER MAX
NOTE: L120's scope is limited to the perimeter support systems/continuous footings of the primary structure. All stabilization and replacement efforts of
exterior decks and deck supporting elements are outside of 1-120's contract and scope and are not addressed in this package. - L120
12 of 28
Tuesday, August 8, 2023
JOB PHOTOS
West side of home, Piles 2 & 3 will be installed here
Pier 1 will be installed here under landing, homeowner
will need to remove stored items from here.
771
South side of home.
w
Pile 4 be installed here on interior wall. Flooring will need
to be removed and replaced by others. 2'x2' square.
Photographs provided by R&R Foundation Specialists. Note that analysis assumptions such as
building geometry, tributary areas, and loading were determined through examination of these
photographs and industry knowledge of standard construction practices. - L120
13 of 28
Tuesday, August 8, 2023
JUti NHOTOS
Pile 1 will be installed here on existing post in garage
Crew will remove and repour concrete hole.
r
North side of home, Pile 10 will be installed here. Crew
will remove and repour concrete hole.
.. 7ji,
4
FOUNDATION SPECIALJST
r rfir
Crew will drill 3/8" holes and inject Polyurethane Foam to
lift and support garage slab. Piles 2&3 will be installed on
chimney from garage. Crew will remove and replace
concrete. Pile 1 will be installed under beam as indicated
on diagram. Crew will remove and replace concrete.
Homeowner will remove shelf.
Photographs provided by R&R Foundation Specialists. Note that analysis assumptions such as
building geometry, tributary areas, and loading were determined through examination of these
photographs and industry knowledge of standard construction practices. - L120
14 of 28
PROJECT NO. NO.
S230905-2XR SSK-01
PROJECT 830 Dayton St, Edmonds, WA
LONGITUDE SUBJECT Foundation Stabilization/Jacki
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY ---------------
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
_ O d
� � LL a
=Q�
w °
>
d .
O O d
N U
N
V d
'llI—IIII—IIII—IIII—IIII—IIII—IIII d � d
—'llI=IIII=IIII=IIII=IIII=III � °4° MINA
III—_IIII—_IIII d 41
IIII—IIII—III d d �`-`
IIII=IIII � .
IIII=IIIQIII °
(E) CONTINUOUS
CONIC FOOTING
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION
PER ASTM 153/A123.
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT
CORROSION.
DATE 11 /21 /23
(E) CONIC STEM WALL
�1111=IIII=IIII=IIII
WI — dill —dill=IIII
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
VARIES
IIII=IIII-IIII-111
(E) FTG TO BE CUT FLUSH
11=IIII=IIII=IIII=
=IIII=IIII=IIII=IIII- WITH FACE OF STEM WALL
11=IIII=IIII=IIII=11
till -rill -rill- = WITH A 12" MAX WIDTH FOR
I1-=IIII=_IIII=I1 =1i1 INSTALLATION POCKET
-IIII—IIII—IIII IIII-
11=_IIII=_IIII— III=_III
IIII=IIII= I=IIII=
11=IIII=11 =IIII=IIII. T/GONG FTG = h
II-IIII-IIII- FIELD VERIFY
IIII=IIII=III
11=IIII=IIII—
Illilllilllil (2) 1/2" DIAMETER TITEN HD
IIIIIIIII�IIIII ANCHORS W/ MIN 4"
_ =IIII=lii EMBEDMENT INTO SIDE OF
ill=1 FOOTING. CONTRACTOR/MFR
TO PROVIDE ANCHOR HOLES
WITHIN MIDDLE THIRD OF
BRACKET, MAINTAINING 3"
EDGE DISTANCE
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
2-7/8" SHAFT W/ 10" DIAM
DOUBLE HELIX W/ 3" PITCH
L120 ENGINEERING & DESIGN
15 of 28
PROJECT NO. SHEET NO.
S230905-2XR1
PROJECT 830 Dayton St, Edmonds, WA
LONGITUDE SUBJECT Foundation Stabilization/Jacki
ONE TWENTY
ENGINEERING & DESIGN
BY PAM
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
-IIII- 11=1�11=i
(E) CONTINUOUS 1=IIII-IIII:
CONIC FOOTING
DATE 11 /21 /23
(E) CONIC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
OL
IIII=IIII=IIII=IIII. VARIES Ir
1=IIII=IIII=IIII=11.
IIIII-IIII-IIII-IIII-
°' d I—_IIII—_IIII—_IIII—_�
d I IIII—IIII—IIII—IIII-
• � 1=IIII=IIII=IIII=III.
° IIII=IIII=IIII=IIII=�
'•d •. 1=IIII=IIII=IIII=IIII
a � IIII=IIII=IIII=IIII=
° • I=_IIII=_IIII=_IIII=_IIII
IIII=IIII=IIII=IIII=.
'd 1=IIII=IIII=IIII=IIII- T/CONC FTG
d d I IIII=IIII= FIELD VERIFY
� ° IIII=IIII=IIII
d d 1=_IIII=_IIII- WEDGE ANCHORS
a r a .. IIII=IIII=IIII
PER STABIL-LOC
=IIII=11 REQUIREMENTS
1=IIII=IIII
IIII=IIII=IIII=
-11= =11 - IIII=IIII—
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING J
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION Q
PER ASTM 153/A123. II
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w LU
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT E: U)
CORROSION. 'p I'b'
STABIL-LOC CONCENTRIC PIER
ASSEMBLY PER R&R FOUNDATION
SPECIALIST TO CONFORM TO ESR-4121
L120 ENGINEERING & DESIGN
1 1/2 X 1
SLOT (TYP)
3 X 3/4
SLOT(TYP)
2 7/8" TRUFORCE BRKT BRACED BASE GALV.
TOP
2 7/8" TRUFORCE BRKT BRACED BASE GALV.
FRONT
TRUFORCE UNDERPINNING BRACKET FOR 2 7/8" PILE SHAFT
7�6
1 1/2 X ]
2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYI
TOP
2 7/8" TRUFORCE BRKT T-BRKT GALV.
FRONT
NOTES:
1. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ASTM A572/A1018/A656, 50 KSI.
2. ALL WELDING TO BE PERFORMED BY SHOP QUALIFIED WELDOR TO AWS D1.1 STRUCTURAL
WELDING CODE - STEEL.
3. GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE.
4. ULTIMATE STRUCTURAL CAPACITY IS 60 KIPS.
5. (2) 7/8"-9 X 3' GALVANIZED THREADED ROD - ASTM A193 (GRADE B7).
6. (4) 7/8" GALVANIZED HEX NUT - ASTM A194.
7. (6) 7/8" GALVANIZED FLAT WASHERS - ASTM F436. (2) WASHERS MUST BE USED ON THE TOP OF
EACH THREADED ROD (ABOVE THE 'T' BRACKET) TO OBTAIN THE FULL BRACKET CAPACITY.
B. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE
CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES.
PICTURE PARKWAY
STER, NY 14580
789-4810 1 WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
3
wrvrl VCIV � IH1
THE INFORMATION CONTAINED IN THIS
� �
�
DRAWING IS THE SOLE PROPERTY OF
1
�
IDEAL M NUFAC URIN
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
Group
WHOLE WITHOUT WRITTEN
PERMISSION OF IDEAL
MANUFACTURING, INC. IS PROHIBITED.
27STFBPG
SHEET 1 OF 1
8
O
M
N
00
A
1 1 2 W
ULTEMA CAPACITY IIS740.7EXCEEKIPS IMUM TORQUE NOT AS ON A CAPACITY TO 2 7/8" O.D. X 0.203'' W.T. HELICAL LEADS & EXTENSIONS
TORQUE RATIO OF kt = 9 FT-1
ICC-ES AC358 -REPORT #ESR-3750
[L]
EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION
(EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH)
(EX: 278203FESH[L][Di]X[T]G) (EX: 278203FEDH[L][D3D2]X[T]G)
NOTES:
1. PILE SHAFT TO MEET OR EXCEED REQUIREMENTS OF ASTM A500, 80 KSI.
2. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ATSM A572, GRADE 50.
3. ALL HELICES ARE FORMED BY PRESS DIE. LEADING EDGE OF HELICES ARE
TAPERED TO IMPROVE INSTALLATION CAPABILITIES.
4. HELIX SPACING IS THREE (3) TIMES THE DIAMETER OF THE LOWER HELIX.
B SPACING OF LEADING HELIX ON FLIGHTED EXTENSIONS IS THREE (3) TIMES
THE DIAMETER OF THE LAST HELIX ON THE PRECEDING SHAFT.
5. STANDARD HELIX DIAMETERS ARE 8", 10", 12", & 14". STANDARD HELIX
THICKNESS IS 3/8".
6. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDOR IN ACCORDANCE
WITH AWS D1.1 STRUCTURAL WELDING CODE - STEEL.
7. HOT DIP GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO
AVAILABLE.
8. (2) 3/4" DIAMETER X 4 1/2" LONG GALVANIZED HEAVY HEX BOLT ASTM A325
AND (2) 3/4" GALVANIZED HEAVY HEX NUT ASTM A194 (GRADE 2H).
9. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES
AC358 (IDEAL REPORT #ESR-3750) ACCEPTANCE CRITERIA FOR HELICAL
FOUNDATION SYSTEMS AND DEVICES.
Da
p3
I
�I �D3
�D=
�{ �D�
I I
I
p3 —Li
LING NUTS 5% (TYP)
?� 1
SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH)
LEAD LEAD LEAD LEAD
(EX: 278203SH[L][Di]X[T]G) (EX: 278203DH[L][DiD2]X[T]G) (EX: 278203TH[L][DTD2D3]X[T]G) (EX: 278203QH[L][D3D2D3D4]X[T]G)
2%O.D.X� 2
4
IDEAL PART # ABREVIATIONS: 0.203 W.T.
278 = SHAFT DIAMETER = _ 3 PITCH TYPICAL PILE
203 = SHAFT WALL THICKNESS ASSEMBLY
EXT = EXTENSION (NP)
FE = FLIGHTED EXTENSION O15l6
SH, DH, TH, QH = SINGLE, DOUBLE,
TRIPLE, OR QUAD. HELIX
[L] = SHAFT LENGTH IN FEET BOLT HOLE HELIX FORMED BY
(EXAMPLE: 7' = 7) DETAIL PRESS DIE
[D] = HELIX DIAMETER(S) IN INCHES
(EXAMPLE: 10" = 10)
X = X (SEPARATES HELIX DIAMETER(S)
AND HELIX THICKNESS)
[T] = HELIX THICKNESS
(EXAMPLE: 3/8" = 38)
G = GALVANIZED
SINGLE
HELIX
EXTENSION
TRIPLE
HELIX
LEAD
TIP CUT
AT 45°
4/3/2020
'D El A L
rKurKIC I AKT AIVU U ivr1UCIV I1A1
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
EKED
4/7/2020
1
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
1L MANUFACTURING, INC.
PICTURE PARKWAY
WHOLE WITHOUT WRITTEN
STER, NY 14580
Group
PERMISSION OF IDEAL
789-4810 1 W W W.IDL-GRP.COM
MANUFACTURING, INC. IS PROHIBITED.
NOT TO SCALE
SIZE
I DWG NO
REV
SHEET 1 OF 1
ALL UNITS IN INCHES U.N.O.
B
278203
0
3
B
18 of 28
ESR-4121 I Most Widely Accepted and Trusted
PLATE
ROUND
4=375 IM
CUT -0 ETT E
ICTALL AFTER
QIF ETEO PER
NS'MUTIOA
Te
I�aYw
0 HEDGE
EDfL IE IT
CUT I, HER k
OUTS HSS AT
17' FinISC O4
R� EOO
T141CAL OUTER
PER SEAM
RDIIID Im
7d79A.217
ASI4 A5OD-13
AS:f WHIM NIER
GR. B
k OUTER PER
SEG4E4'S
STARTER
F Ayagv
I
emRM OR ORIER
I 9UTTAfli SWA
T"
P31
R
2
ASI4
PIER ASSEMBLY
STABL-LOC SYS1El15, 11C
ELATE 8-12-18
FIGURE 1—STABIL-LOC FOUNDATION PIERING SYSTEM
OUTUNC
' 1
BEARING tt PLAN V1EW rVOxhx18 B_IWEEN
PLATE / BRG E & FOOTING
BEARING
PLATL
HSS2.375x0.188
CUT TO FIT &
INSTALL AFTER
COMPLETED PIER
INSTALLATION
7A 0 H01 FS
.w,---FOOTING
2—WO x 3.5' AKIN.
FSR 1 E6 WEDLN I
ESR 1396 MIEDGF
ANCHORS
BLOCK
PLA IL
ASSEMBLED INNER
& OUTER PIER
SEGMENTS
HEAD ASSEMBLY
STABIL-LOC VFW. LLC
FIGURE 2—STABIL-LOC"FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY
19 of 28
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
Perspective
PROJECT NO. SHEET NO.
S230905-2XR
PROJECT 830 Dayton St, Edmonds, WA
SUBJECT Foundation Stabilization/Jacki
BY PAM
Support below (E) Chimney
DATE
#2 #3
Elevation
- Unit weight of existing bricks = 39psf (4" clay brick)
- Unit weight of CMU lower level = 104psf (assume 10" normal weight solid grouted)
- Est. length of chimney perimeter = 17'-0" (conservative)
- Est. height of brick veneer = 20'-0"
- Est. max height of chimney = 20'-0"
Total weight = 104psf (17'x20') + 39psf (17'x20') = 49k
Assume each pier to take 1/2 load = 49k/2 = 24.5k
11 /21 /23
L120 ENGINEERING & DESIGN
20 of 28
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S230905-2XR
PROJECT 830 Dayton St, Edmonds, WA
SUBJECT Foundation Stabilization/Jacki
Vo
LOAD ANALYSIS: IBC 2018 - 1-Story Building
MAX TRIB Condition
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Deck LL: 60psf
Floor/Roof/Deck DL: 15psf
Wall DL: 12psf
Roof Trib = 0.5*30' max span = 15'
Floor Trib = 0.5*12' max span = 6'
Deck Trib = 0.5*4' ma span = 2'
Typical Flr Ht = 10' x 2 stories = 20'
wpL = 15psf*(15'+6'+2')+12psf*20' = 0.60 klf
wLL= 25psf* 1 5'+40psf*6'+60psf*2' = 0.75 klf
WSTEM = 0.25klf
wTL.A„ew. = D+L+Stem = 0.60kif + 0.75kif + 0.25kif = 1.60kif
■2T
DATE
11/21/23
---------------------- I -----------------------
L/2 L L/2
2'-2"
6' Span PuL = 0.60klf * 6' = 3.6 k ( 1 8"+ 8")
6' Span PEE = 0.75klf * 6' = 4.5 k
6' Span PITEM = 0.25klf * 6' = 1.5 k
6' Span PTE.A„ow.=3.6k+4.5k+1.5k=9.6k
Case 1: Point Load
6'-0" Span: (Conc Only)
Pt Load = 10k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
6'-0" Span: (Conc Only)
Uniform Load
DL = 850 plf
LL = 360 plf
LL, (snow) = 380 plf
Refer to attached calculations for
analysis.
Pile and connection requirements per Pile and connection requirements per
contractor contractor
6'-0" max
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than
6-0".
L120 ENGINEERING & DESIGN
21 of 28
Project Number:
Plan Name:
Shee[ Number:
S230905-2XR
830 Dayton St
Engineer:
Subject:
Date:
PAM
26" Unreinforced Conc Beam
11/21/2023
DEMAND CALCULATION
number ofstories
#
Istories
span
L
6.0 ft
[max on -center pile spacing]
concrete area
A
216 in2
*see attached
concrete self weight
SW
225 plf
[Includes total height w/o ACI14 §14.5.1.7 redux]
w DL
DL
850 plf
[1-story loading]
w LL
LL
400 plf
[1-story loading]
w LLr
LLr
400 pif
[1-story loading]
Loading is conservative and
therefore has not been reduced
**Assuming a single span between 2 piles
- in reality continuous spans
between piles will have reduced moments**
for loads calculated on previous
momentfrom DL
MDL
4,838lb-ft
58.1 k-in
page.
momentfrom LL
MLL
1,800 lb-ft
21.6 k-in
Mmax = ewlx
momentfrom SL
MLI
1,800 lb-ft
21.6 k-in
shearfrom DL
VDL
3,225 lb
3.23k
shearfrom LL
VLL
1,200 lb
1.20 k
vmax = ZwL
shearfrom SL
VL1
1,200 lb
1.20k
factored moment
MLRFD
81.3 k-in
1.4DL
MLRFD
115.0 k-in
1.2DL + 1.6LL + 0.5SL
MLRFD
125.8 k-in
1.2DL + 1.6SL + LL
controllingfoctored moment
MR
125.8 k-in
factoredshear
VLRFD
4.5k
1.4DL
VLRFD
6.4k
1.2DL + 1.6LL + 0.5SL
VLRFD
7.0k
1.2DL + 1.6SL + LL
controlling factored shear
V.
7.0 k
controlling factored bearing
BR
7.0 k
Bmax = vmax
STRENGTH CALCULATION
concrete strength
f'c
2.5 ksi
assumed
light wt concrete mod. factor
A
1
normal weight concrete
flexure strength red. factor
IN.
0.6
ACI 318-14 [Table 21.2.1]
shear strength red. factor
Ch...
0.6
ACI 318-14 [Table 21.2.1]
bearing strength red. factor
',h a, ft
0.6
ACI 318-14 [Table 21.2.1]
*Note that per AC1318-14 Ch. 27.3.2 a phi factor of
D.8 can be used if dimensions and material properties are confirmed.
moment of ineritio
Ip
11,016 in4
*see attached
elastic section modulus
Sm
1,001 in3
*see attached
tensfiber to NA
c
13.0 in
*see attached
nom flexure strength (Tcontrols)
Mn
250.3 k-in
M. = 52.V-f7cSm
CONTROLS ACI 318-14 [Eq. 14.5.2.1a]
nomflexure strength(C controls)
Mn
2,127.1 k-in
M,=0.85fS
ACI 318-14[Eq. 14.5.2.1b]
RESIDENTIAL CONCRETE
Mn
375.4 k-in
Mn = 7.55z1VfcSm
X ACI 332-14 [Eq. 8.2.1.1] - not utilized
flexure strength
„
150.2 k-in
> Mu OK
D/C= 83.80%
nom shear strength
V„
14.4 k
V.= * A
ACI14 [Table 14.5.5.1(a)]
32VfTc
shearstrength
4,V"
8.6 k
> Vu OK
D/C= 80.90%
loaded bearing area
Ar
74 in2
[IDEAL 2-7/8" Tru-Force Underpinning Bracket]
supporting surface bearing area
Az
74 in2
[If the supporting surface is> than loaded area]
nom bearing strength
B"
156.6 k
0.85fA L
ACI14 [Table 14.5.6.1(c)]
bearing strength
T-
94.0 k
> Bu OK
D/C= 7.44%
Additional Verification Calc:
max concrete tensile strength
max beam tensile stress
fr 375 psi
FL 148 psi Ft = (M * c)lfmm
f, > Ft OK
ACI 318-14 [Eq. 19.2.3.1]
22 of 28
Project Number:
Plan Na—
Shee[ Number:
S230905-2XR
830 Dayton St
Engineer.
Subject:
Date:
PAM
26" Unreinforced Conc Beam
11/21/2023
Final Section Proverties
Total Area
216.0 inA2
Ixx
11.016.0 inA4
Sxx : - Y
1,001.45 inA3
lyy
1,631.93 inA4
Sxx : +Y
847.38 inA3
Calculated final C.G. distance from Datum :
X cg Dist. 0.0 in
Zxx
1.349.99 inA3
Syy : - X
271.988 inA3
SYY : +X
271.988 inA3
Y cg Dist.
0.0 in
Zyy
504.0 inA3
Edge Distances from CG.:
r xx
7.141 in
+X
6.0 in
+Y
13.0 in
r ri
2.749 in
-X
-6.0 in
-Y
in
Rotation of All Components Ca. 0.00 deg CCW
`v
N
i0 11
N Zv XCG
1
L L
_ 1
CV I 1
cc - - _ _ Per AC114 §14.5.1.7
- 1 : pl Xcg = 0.000 in Ycg = 0.000 in Rotation = 0 deg CCW
Top Flange Width : 8.000in Top Flange Thick = 8.000in Web Thickness = 8.000in
Bottom Flange Wid 12.000in Bottom Flange Thi, 6.000in Top Height - 24.000in
23 of 28
Appendix
Parcel Details
& Photographs
24 of 28
SnohomishOnline Government Information & Services
County4*
Washington
Property Account Summary
11/21/2023
Parcel Number
00434207600900
jProperty Address
1830 DAYTON ST , EDMONDS, WA 98020-3337
General Information
Property Description
CITY OF EDMONDS BLK 076 D-00 - LOTS 9 & 10
Property Category Land and Improvements
Status Active, Locally Assessed
Fax Code Area 00210
Property Characteristics
Use Code 111 Single Family Residence - Detached
Unit of Measure Acre(s)
Size (gross) 0.15
Parties
Role
Percent
Name
Address
Taxpayer
100
CHASE MARTIN
F/SOO H
4318 STONEBRIDGE WAY,
LYNNWOOD, WA 98037
CHASE MARTIN 4318 STONEBRIDGE WAY,
Owner 100 F & SOO H LYNNWOOD, WA 98037-6971 United
States
Related Properties
No Related Properties Found
Property Values
Value Type
Tax Year
2023
Tax Year
2022
Tax Year
2021
Tax Year
2020
Tax Year
2019
Taxable Value Regular
$1,577,900
$1,225,000
$1,084,600
$993,500
$992,900
Exemption Amount Regular
Market Total
$1,577,900
$1,225,000
$1,084,600
$993,500
$992,900
Assessed Value
$1,577,900
$1,225,000
$1,084,600
$993,500
$992,900
Market Land
$1,188,500
$892,500
$775,900
$707,100
$615,300
Market Improvement
$389,400
$332,500
$308,700
$286,400
$377,600
Personal Property
Active Exemptions
No Exemptions Found
Events
25 of 28
Effective
Entry Date-
Type
Remarks
Date
Time
07/31/2019
07/31/2019
Excise
Temporary Excise: T099348 Finalized to: E124711
09:19:41
Processed
07/23/2019
08/05/2019
Owner
Property Transfer Filing No.: E124711 07/23/2019 by sasspp
10:56:00
Terminated
07/23/2019
08/05/2019
Owner Added
Property Transfer Filing No.: E 12471107/23/2019 by sasspp
10:56:00
07/23/2019
07/31/2019
Excise
Property Transfer Filing No.: T099348, submitted by eREET
09:19:00
Processed
07/23/2019 by ASCEREET
08/03/2001
10/04/2001
Owner
Property Transfer Filing No.: 364763 08/03/2001 by sasceh
11:35:00
Terminated
08/03/2001
10/04/2001
Owner Added
Property Transfer Filing No.: 364763 08/03/2001 by sasceh
11:35:00
08/03/2001
08/15/2001
Excise
Property Transfer Filing No.: 364763, Statutory Warranty Deed
10:02:00
Processed
08/03/2001 by strgss
08/03/2001
08/15/2001
Taxpayer
Property Transfer Filing No.: 364763 08/03/2001 by strgss
10:02:00
Changed
09/11/2000
12/15/2000
Owner
Property Transfer Filing No.: 158998 09/11/2000
16:31:00
Terminated
09/11/2000
12/15/2000
Owner Added
Property Transfer Filing No.: 158998 09/11/2000
16:31:00
09/11/2000
09/15/2000
Excise
Property Transfer Filing No.: 158998, Statutory Warranty Deed
15:47:00
Processed
Property Transfer Filing No.: 158998
09/11/2000
09/15/2000
Taxpayer
15:47:00
Changed
Tax Balance
Distribution of Current Taxes
Voted
Non -
District
Rate
Amount
Amount
Voted
Amount
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
0.16
$245.77
$0.00
$245.77
CITY OF EDMONDS
0.961
$1,516.98
$434.30
$1,082.68
EDMONDS SCHOOL DISTRICT NO 15
2.62
$4,131.55
$4,131.55
$0.00
PORT OF EDMONDS
0.07
$104.89
$0.00
$104.89
PUB HOSP #2
0.05
$73.04
$0.00
$73.04
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.31
$490.52
$0.00
$490.52
SNOHOMISH COUNTY-CNT
0.48
$753.37
$0.00
$753.37
STATE
2.23
$3,517.79
$0.00
$3,517.79
TOTAL
6.87
$10,833.91
$4,565.85
$6,268.06
Pending Property Values
Pending Market Land Market
Improvement
Market Total
Current Use
Current Use
Current Use
Tax Year Value
Value
Value
Land Value
Improvement
$0.00
Total Value
$0.00
20241
$1,293,900.001
$338,100.00
$1,632,000.00
$0.00
Levy Rate History
Tax Year
Total Levy Rate
8.351400
2022
2021
8.265232
26 of 28
20201 9.337975
Real Property Structures
Description Type IYear Built IMore Information
1 Story w/Basement IDwelfing 11974 IView Detailed Structure Information
Receipts
Date
Receipt No.
Amount Applied
Amount Due
11/01/2023 00:00:00
13094924
$5,416.96
$5,416.96
05/03/2023 00:00:00
12841503
$5,416.95
$10,833.91
11/22/2022 00:00:00
12556700
$5,166.39
$5,166.39
04/28/2022 00:00:00
12256413
$5,115.23
$10,230.47
10/27/202100:00:00
11947984
$4,482.24
$4,482.24
03/10/2021 00:00:00
11437849
$4,482.23
$8,964.47
09/16/2020 00:00:00
11172802
$4,638.64
$4,638.64
04/29/2020 00:00:00
11083850
$4,638.64
$9,277.28
10/09/201911:45:00
10623383
$4,602.57
$4,602.57
04/05/2019 00:00:00
10338996
$4,602.56
$9,205.13
10/22/2018 00:00:00
10209034
$4,612.981
$4,612.98
04/16/2018 00:00:00
19794697
$4,612.981
$9,225.96
Sales History
Sale Date
Entry
Recording
Sale
Excise
Deed
Transfer
Grantor(Seller) Grantee(Buyer)
Other
Date
Number
Amount
Number
Type
Type
Parcels
MADDOXJ
�09/11/2000
09/15/2000
$420,000.00
158998
W
S
DAVID DAVID & GINA
No
TRUST
B.
MADDOX J
REULE
08/03/2001
08/15/2001
$465,000.00
364763
W
S
DAVID & GINA
No
B
DELYLE F
REULE
CHASE
07/23/2019
07/31/2019
$992,000.00
E124711
W
S
DELYLE F &
MARTIN F &
No
THERESE M
SOO H
Fp—roperty Maps
Neighborhood Code
ITownship
IRange
Isection
lQuarter
IParcel Map
11605001
127
103
124
ISW
lView parcel maps for this Township/Range/Section I
27 of 28
1
Existing building plan provided by Snohomish County records for Parcel #: 00434207600900 for
address: 830 Dayton St, Edmonds, WA 98020
Note that analysis assumptions such as building geometry, tributary areas, and loading were
determined through examination of these photographs and industry knowledge of standard
construction practices.
-L 120